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Home My WebLink AboutZ-5430-I Applicationr i KELLER DR o KANIS OAKS DR 03 w 03 R5 MF12 J KANIS PINES DR o R2 CUP ICHAEL T Y 03 w LABE TE DR ❑ CD Q < J LU J J POD > 01 U (PD-R � 03 HOWELL DR R4 MF12F I PD-O OS R4 R4 z 0 O C3 LU -a z - R2 rCUP m p3 122 z R5 R2 S q3 L z p r W 24 P TRIOT CT W 23RD ST p z Z R4 TANYA DR r R4 ❑ ANKEYAVE r V W 24TH T w f- p MF18 �„�/ R2 r ' Z Q w � CUP r p > CUP � ary r r o 0 2' r r 3— R3_ W W 26TH ST r z PCD -'-----------r W 26TH ST � H- z 7 BAY ST p to 0 INLET ST J z O w J W 28TH ST MF24 PD-R ----- MF24 72_ U) 0 W 9TH ST CUP z W 29 H ST p MF24flW3 3 fH ST R3W r R3rCUP W 30TH ST R3 Qco �z cf) W 31 TST v ❑ } r co J PCD - - i- C/):D z W 2ND T OJ SCUP ( a R3 r C3 CUPr `_ 7�w_a CITY OF LITTLE ROCK PLAN NO. DEPARTMENT OF PLANNING & DEVELOPMENT BUILDING CODES DIVISION APPLICATION FOR: 723 WEST MARKHAM, 2ND FLOOR LITTLE ROCK, AR 72201 PH.(501) 371-4832 FAX: (501) 371-6863 or 4546 OFFICIAL USE ONLY PERMIT NO.:. DATE ISSUED' ISSUED BY: BUILDING PERMIT *"SUBDIVISION COVENANTS AND RESTRICTIONS NOTICE" The City gives permission for this project in accordance with local ordinances. However, there may be subdivision covenants and restrictions that apply, and this permit does not void or override those covenants and restrictions. LEGAL DESCRIPTION: LOT_ BLOCK_ SUBDIVISION: Z St 1 `� �"'�''^ tJ CvsBy \ � l.l_C. ��\ OWNER/TENANT- T0 `ate aS TELEPHONE / FAX_ ADDRESS:.`f��l �� ' ��t �4r� �# h S TrJ 35 11'� Permit Holder E-mail m CONTRACTOR M� �1►.�`� �C 11 --mow Co..n�..� LICENSE NO.: 00 3, ��F7►�} ADDRESS: 4 � V I-• K ok KCF Mey Lv'-- -Tim 321%'b TELEPHONE / F ��moi' z��' i 3 c ARCHITECT; LICENSE NO.:. ADDRESS: TELEPHONE/FAX ENGINEER �G "J 10►� o� ;� clt- LICENSE NO.: IZLal02 L94- cko 0-3y • ADDRESS' Z Z + \-'+ a E''-� `� TELEPHONE / FAxC�n �`t ,S tj _J4 CLASS OF WORK: LWNEW ❑ ADDITION ❑ REPAIR MALTERATION ❑ MOVE ❑ DEMOLISH ❑ ACCESSORY ❑ TEMPORARY PROPOSED USE (OCCUPANCY): VNOCCJr '_EA _ — SQUARE FEET:. VALUATION: -1 --,• S, NO. OF BUILDINGS: NO. OF UNITS: d NO. FLOORS' DESCRIPTION OF WORK- Ak1� 1ti+�- -'z lZ� CA A. C'y NOTICE: SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL, GAS, PLUMBING AND MECHANICAL WORK. I hereby certify that the data submitted on or with this application is true and correct. Also, I have read and understand the SubdivisionCoven s and Restrictions Notice as stated above- Any deviation from information contained hereon unless approved by Buil ing Official will render this permit null and void- Signature o Contractor, Owner or Agent /�,Dat �.s-as MmI111aA1111 si 0V'(dill11 Power Products, Inc. 2427 Kelly LanOR9 e Houston, Tex" 77086 PH: 281-444-8277 / FX: 281-444-7270 { 20.0" ACROSS FLATS 12a -o, n--n---R-P 3/1 G" THK. x 4G' LONG (EST. WT. = 2.290 KIPS SPLICE LENGTH = 74'-O" �— 1/4" THK. x 30' LONG (EST. WT. = 2.522 KIPS SPLICE LENGTH = 4'-9" (t 10%) 48'-3" — u IP I — 5/1 G" THK. x 53' LONG (EST. WT. = G.832 KIPS Page I of 2 .lob Number: 23513-0148 Eng: Customer Ref: TP -1 1471 M FP Date: G/2G/2013 Structure: 120 -FT MONOPOLE Site: PARKVIEW H5 Location: PULASKI CO., AR / 34°435 1 ", -92°22' 19" Owner: TOWER VENTURES Revision No.: Revision Date: DE51GN Building Code: 2006+ INTERNATIONAL BUILDING CODE Design Standard: ANSI/TIA-222-G-2 Wind Speed Load Cases: 3-5EC. GUSTED WIND SPEED Load Case # 1: 90 MPH Design Wind Speed Load Case #2: 30 MPH Wind with I " Ice Accumulation Load Case #3 GO MPH Service Wind 5peed Structure Class Exposure Cat. Topography Cat. Crest Height I I C I EQUIPMENT L15T TleE Descriptimi 120 (G) AIR 21 54A 512 + (G) SBNH- I DG5G5C + (15) RRU + (4) RAYCAP 120 12 -FT PLATFORM WITH HANDRAIL 110 (1 2) CELMAX CMA -13/G521 110 12 -FT LOW PROFILE PLATFORM 100 (12) 9G" X 12" X 3" PANEL 100 1 2 -FT LOW PROFILE PLATFORM 90 (1 2) 90" X 12" X 3" PANEL 90 12 -PT LOW PROFILE PLATFORM eniTFKIKIA FFFn I INFS ROI JTFD ON THE IN51UC UF' 1 m full STRUCTURE PROPERTIES Cross -Section: 18 -SIDED Taper: 0.20729 in/ft Shaft Steel: ASTM A572 GR G5 Baseplate Steel: A5TM A572 GR GO Anchor Rods: 2.25 in. AG 15 GR. 75 X 7'-0" LONG Sect. Length (I Thickness (in) Splice (ft) I Top Dia. (in) Bot Dia. (in) I 46.00 0.1875 4.25 20.00 29.54 2 30.00 0.2500 4.75 28.28 34.50 3 53.00 0.3125 33.01 44.00 BASEPLATE: 2" THK X 57" ROUND W/(I 0) ANCHOR RODS ON A 5 1 " B.C. MIN. G' -O" EMBEDMENT INTO CONCRETE — 44.0" ACROSS FLATS 1�f S NTE n�F ARSNAS 'REGESTEf2E{3 R.ROMSSIO.NAL ;F PLPX`j1?4 M&,*L F. PLS+ VW,5*, Ft. L C 619-398-6250 / 4-@-Pperq— BA5E REACTION5 FOR FOUNDATION DE51GN Moment: 2600 ft -kip Shear: 27 kip Axial: 32 kip 1 WCF doc 03/01/10 r r 14c"a 01� WIRELESS COMMUNICATION FACILITY (WCF) APPLICATION WCF CASE FILE NO.: Z-�V-V,-ArDDRESS: 2, Z ' (� %, rrm) 72- - LEGAL DESCRIPTION: ZONING CLASSIFICATION: ABUTTING RESIDENTIAL: PROPERTY LOCATED �ODPLAIN DISTRICT: YES _ YES V..'"NO ATTACHED: OR WITH SUPPORT STRUCTURE: N, / Wi �d � ' r6�i le;hVl3 Maximum Setbacks: Setbacks. Setbacks: H ht Front Rear Sides Platted BuildingLine Allowed, WCF TowerdAl Proposed Allowed, Equipment Structure J— j' Proposed F MAO f SECURITY FENCING HEIGHT- LIGHTING: YES NO DOWNSHIEL.DED: LANDSCAPE PLAN ATTACHED: ERP INFORMATION ATTACHED: COLLOCATION STATEMENT/AGREEMENT ATTACHED: J ADDITIONAL DEVELO MENT ST DARD INFORMATION: APPLICANT NAME: L e e 4r, r-,, e -l'- :for, A APPLICANT ADDRESS: (please_ ri�t)VV Cr "0 ' ) {L -7p) C APPLICANT PHONE NO.: ( 3,40 G � ZIP. FAX NO: v 2�' APPLICANT SIGNATURE: c Date Received: Any information not provided regarding Easement Clearance: ed ! enied easement or floodway/plain, which impacts the decision regarding this application is the Application -(A;roved enied responsibility of the applicant. NOTE: OBTAIN A BUILDING PERMIT BEFORE BEGINNING ANY CONSTRUCTION. SUBMIT COPY OF THIS APPROVED APPLICATION AND ORIGINAL SIGNED SITE PLAN WITH SUBMITTAL. COMMENTS: O&Z DATE: I u [ e it 5_ PLANNING OFFICIAL: nr . GG � � S• �,J�— � S ly �cF To C .1Ppbd /a CA.r A a L a W ro O W > O ri B_ u.J ` . G? 0 i. LL P7 C 21 M :{ 2: - LJ3 - >, t > L. :J - Cf l {� F r!` L' < J� WCF doc 03/01/10 r r 14c"a 01� WIRELESS COMMUNICATION FACILITY (WCF) APPLICATION WCF CASE FILE NO.: Z-�V-V,-ArDDRESS: 2, Z ' (� %, rrm) 72- - LEGAL DESCRIPTION: ZONING CLASSIFICATION: ABUTTING RESIDENTIAL: PROPERTY LOCATED �ODPLAIN DISTRICT: YES _ YES V..'"NO ATTACHED: OR WITH SUPPORT STRUCTURE: N, / Wi �d � ' r6�i le;hVl3 Maximum Setbacks: Setbacks. Setbacks: H ht Front Rear Sides Platted BuildingLine Allowed, WCF TowerdAl Proposed Allowed, Equipment Structure J— j' Proposed F MAO f SECURITY FENCING HEIGHT- LIGHTING: YES NO DOWNSHIEL.DED: LANDSCAPE PLAN ATTACHED: ERP INFORMATION ATTACHED: COLLOCATION STATEMENT/AGREEMENT ATTACHED: J ADDITIONAL DEVELO MENT ST DARD INFORMATION: APPLICANT NAME: L e e 4r, r-,, e -l'- :for, A APPLICANT ADDRESS: (please_ ri�t)VV Cr "0 ' ) {L -7p) C APPLICANT PHONE NO.: ( 3,40 G � ZIP. FAX NO: v 2�' APPLICANT SIGNATURE: c Date Received: Any information not provided regarding Easement Clearance: ed ! enied easement or floodway/plain, which impacts the decision regarding this application is the Application -(A;roved enied responsibility of the applicant. NOTE: OBTAIN A BUILDING PERMIT BEFORE BEGINNING ANY CONSTRUCTION. SUBMIT COPY OF THIS APPROVED APPLICATION AND ORIGINAL SIGNED SITE PLAN WITH SUBMITTAL. COMMENTS: O&Z DATE: I u [ e it 5_ PLANNING OFFICIAL: nr . GG � � S• �,J�— � S ly �cF To C .1Ppbd /a CA.r A Carney, Dana From: Carney, Dana Sent: Friday, October 18, 2013 1:06 PM To: 'lee ann fager' Cc: Alderfer, Mark Subject: FW: Tower at Parkview High School on John Barrow Road - AT&T Lee Ann: Tower Ventures has applied for the building permit to replace the tower. I have signed off on it and it is back at building codes for them to process. I have also approved your application for ATT to locate on the tower and have forwarded the paperwork to building codes. Your people need to come in and apply for a building permit with Mark Alderfer of building codes. Dana -----Original Message ----- From: Carney, Dana Sent: Monday, October 14, 2013 10:01 AM To: 'lee ann fager' Subject: FW: Tower at Parkview High School on John Barrow Road - AT&T Lee Ann: Thanks for calling back. To confirm: Tower Ventures need to submit plans for the new tower. If it complies with the prior planning commission approval, they can be approved at staff level for the change -out and will not have to go back through the commission. They will of course have to submit for building permit review and approval. I can do your collocation review but you cannot obtain a building permit until the new tower is built and final CO is given. Dana -----Original Message ----- From: Carney, Dana Sent: Monday, October 14, 2013 9:41 AM To: 'lee ann fager' Subject: RE: Tower at Parkview High School on John Barrow Road - AT&T Lee Ann: I have confirmed that no plans have been submitted for review and approval of the proposed replacement tower. I do not see how I can process your application when there has been no approval given yet for the tower. Call me and we can visit Dana Carney, Zoning and Subdivision Manager City of Little Rock Department of Planning and Development 723 W. Markham St. Little Rock, AR 72201 501-371-6817 -----Original Message ----- From: lee ann fager [mailto:leeann.fager@cox.net] Sent: Monday, October 14, 2013 9:32 AM To: Carney, Dana Subject: Tower at Parkview High School on John Barrow Road - AT&T Per our conversation, I am herewith submitting an explanation on the proposed activity on the tower at 2525 John Barrow Road. Tower Ventures owns the existing 120' monopole and controls the compound below at this � � 1 location. When AT&T approached them about collocating on it a few months ago, the structural analysis revealed that the tower was not adequate to hold AT&T's potential loading. Hence, they (Tower Ventures) offered to replace the pole with a stronger one, on which AT&T proposes to install antennas and place a shelter at the bottom. The construction drawings AT&T has submitted for this site show an existing tower and a proposed one. While the language in the plans does not state that the pole is to be replaced, that is the intent. AT&T is looking for Admin Review of the collocation on the proposed replacement tower. Lee Ann Fager 918-340-9820 leeann.fager@cox.net • ' 2 AFFIDAVIT OF AUTHORIZATION AT&T MOBILITY TOWER SITE AT 2525 BARROW RD, LITTLE ROCK, AR By my signature below, I certify under penalty of perjury that I am the owner of the tower and sublessor of the underlying compound housing such tower that is the subject of this application and I have read this application and consent to its filing. I authorize the agents listed below to represent our interests in the Wireless Communication Facility application. AUTHORIZED AGENTS FOR THIS FACILITY: RETEL Services, Lee Ann Fager, Sr. Project Manager: Lee Ann Fager WesTower Communications, Inc., Construction Manager: Dwayne McFarland WesTower Communications, Inc., Sr. Project Manager: John Beacham TOWER VENTURES TOWER ASSETS NEWCO VIII 4091 Viscount Ave Memphis, TN 38118 901-794-9494 FAX: 901-366-5736 Signed: Print Name: Title: 010- Date: 1 Date• 1 1 LEASE AREA A porcel of lone being o portion of that cerloin tract of lend as described n peed Book 844, Page 289 inthe Circuit Clerk's Office. Pulaski County, Arkansas lying in Section 11, Township 1 North, Ranee 13 Wnst end beirg more particularly described cs fa lows: Commence at a 1" crimp pipe found in place at the NortnNest corner of Lot 1, Block I, Sandon Addition; thence run N 07.07'3B" E a distance of 37:_74 feet to a 5/8" rehcr set (SMW) and the 'c; -it of Beginning; thence N 02'18'07" E a d'.stance of 60.00 feet to a 5/8" rebar se: (SMW); thence 5 BT41'53' E a distance of 80.N feet to a 5/5" rebar set (SMW): thence S OZ18'07" 10 a distance of 6C.00 feet to a 5/8" rebar set (SMV/); thance N 87'41'53" W a distcrce of 80.00 feet to the Point of eeginrirg_ Scid cbove described parcel contains 0.11 acres, more or less - 30' INGRESVEGRESS & UTILITY EASEMENT An easement being a portion of that certain tract of land as described in Deed Book 644. Page 289 in the Circuit Clark's Office, Pulaski County, Arkanuas lying in Section 11, Township 1 North, Rance 13 West and berg more particularly described cs follows: Commerce et a 1" crimp wipe found in place at the Norinwest corner of Lot 1, Block 1. Sandon Addition; thence run N 02'07'38" E a distance of 372.74 fact to a 5/8" rebar set (SM); thence iV 02 18b7" E a distance of 60.00 feet to a 5/6" rebar set (SMW); thence S 6T41'53- E e distance of 65.00 feet to the Pont of Beginning of pn ingress/Egress do Utility Easemert being 30 feet in width and lying 15 feet on each side of the foilowing described centerline; thence N 19'34'12" E a distoncc of 130.15 fee; :o a point; thence N 38'52'04" E a distorce of 62.35 feet to o point; thence N 33'11'31" z. a distance cf 66.33 feet to a point; thance N 87'52'27" 'A' c distance of 341.76 feet. more or less, to the center line of narrow Rood cr.e the Point of Ending_ Said above describea eocernert contains 0.41 acres, more or less. 5' UTILITY EASEMENT An easement being a portion of tact certain tract of lana os described in Deed Book 84.4, Page 289 in the Circuit Clerk's Office, Pu':oski County, Arkansas lyirg in Section 11, township 1 North, Ranee 13 West and be:r.g more porticulary described as fo lows: Commence at c 1- crimp pipe found in plcce at zhe Northwest corner of -at 1, Hock 1, Sandon AGdition; thence run N 02'07'38" E a distance of 372.74 feet to a 5/8- rebior set (SMW); thonce N 02'16'07" E a distorce of 12.52" feat to t -i,' 1`6m of Begirining of an Utility Eosement being 5 feet it wiCit` old lying 2,5 feel on ecch side of the following described centerline: thence S 75'15'39- W a distance of 135.60 feet. more cr iess. to the Point of Ending. Soic cbove described easement contains 0.02 acres, more or less. ERP STATEMENT AT&T COLLOCATION ON TOWER OWNED BY TOWER VENTURES 2525 Barrow Road, Little Rock, AR The subject site is a 120' monopole owned by Tower Ventures, managing agent for Tower Assets Newco VIII, a limited liability company. AT&T proposes to collocate on this tower at the 100` level. The effective radiated power of AT&T's equipment at this facility is noted below per transmitted frequency and references the applicable FCC regulation per frequency band. All transmitted power is within the applicable standard. Frequency Band 8S0 MHz Cellular Lower 700 MHz (B/C) 1900 MHz PCS _ FCC Regulation Title 47, Part 22.913 Title 47, Part 27.50 Title 47, Part 24.232 Signed: L Print Name: Daniel C. Allbritton Date: �l Max ERP Allowed per Radio Transmitter (urban) 500 W 1000 W 1640 W EIRP Actual Calculated 449.78 W 488.65 W 1454.94 W EIRP TFSRO °A, M(aftan Power Products, Inc. 2427 Kelly Lane Houston, Texas 77066 PH: 281-444-8277 / FX: 281-444-7270 —► ii► - 20.0" ACP055 FLAT5 12-0'-0' _• • R• • 90'-0" 74'-0 48'-3" -- 3/1 G" THK. x 40 LONG (E5T. WT. = 2;290 KIP5 SPLICE LENGTH = I 4-3" (+ 1097-) t 1/4" THK. x 30' LONG (E5T. WT. = 2.522 KIP5 SPLICE LENGTH = 4'-9" (± 10%) r 5/1 G" THK. x 53' LONG (E5T. WT. = 6.832 KIPS Page I of 2 Job Number: 23513-0148 Eng. MPP Customer Ref: TP- 1 147 1 Date: 9/3/2013 Structure: 1 20 -FT MONOPOLE Site: PARKVIEW H5 Location: PULA5KI CO., AR / 34°43'5 1 ", -92o22'1 9" Owner: TOWER VENTURES Revision No:; Rev+5ion Date: DESIGN Building Code: 2006+ INTERNATIONAL BUILDING CODE — Design Standard: AN51/TIA-222-G-2 _ Wind Speed Load Cases: 3-5EC. GUSTED WIND SPEED Load Case # 1: 90 MPH Design Wind Spc _ Load Case #2: 30 MPH Wind with I " Ice Accumulation Load Case #3 GO MPH 5ervice Wind_ Structure C1055 Exposure Cat. Topography Cat. Crest Height I C I EQUIPMENT LIST Elev. � pescnptidn 120 (6) AIR 21 54A B 12 + (G) 515NH- I DG5G5C + (15) RPU + (4) PAYCAP ATt-T 120 12 -FT PLATFORM WITH HANDRAIL 1 10 (1 2) CELMAX CMA-B/G52 I 1 10 1 2 -FT LOW PROFILE PLATFORM 00 (1 2) 9G" X 12" X 3" PANEL 00 1 2 -FT LOW PROFILE PLATFORM 90 (1 2) 96" X 12" X 3" PANEL 90_L 0 1 2 -FT LOW PROFILE PLATFORM ANTENNA FEED LINE5 ROUTED ON THE IN51DE OF THE POLE STRUCTURE PROPERTIES T = Cr055-5ection: 18 -SIDED Taber: 0.20729 in/ft Shaft Steel: A5TM A572 GR G5 Baseplate Steel: ASTM A572 GR GO Anchor Rods: 2,25 in. AG 15 GR: 75 X 7'-0" LONG Sect. Length (ft) Thickne55 (in) T Splice (ft) Top Dia. (in) Bot Do. [in) 46.00 0.1875 4.25 20.00 29.54 2 30.00 0.2500 4.75 28.28 — 34.50 3 53.00 0.3125 33.01 44.00 BASEPLATE: 2" THKX 57" ROUND ' W/(I 0) ANCHOR RODS ON A 5 1 " B.C. MIN. G' -O" EMBEDMENT INTO CONCRETE 44.0" ACROSS FLATS ■�aa(S%p-TE C�Cc 9 ` A r> '7t ft t. i� q REGISTIFRECr ti PP0FES510INAL � r s�ER zC 3 L �s N .313 BASE REACTIONS FOR FOUNDATION DESIGN Moment: 2600 ft -kip Shear: 27 kip Axial: 32 kip (ER TIES @ 12" O/C (I G) #I I VERTICAL REINF BAR5 EQUALLY SPACED CAISSON FOUNDATION Page 2 of 2 .1nb Number: 23513-0148 Eng. MPP Customer Ref: TP -1 147 1 Date: 9/3/2013 L - - Structure: 1 20 -FT MONOPOLE Site: PARKVIEW H5 Location: PULA5KI CO., AR / 34°43'5 1 ", -92'22'19" Owner: TOWER VENTURES Revision No..- PeVl51on Date: FOUNDATION NOTES: 1. ALL FOUNDATION CONCRETE SHALL USE TYPE II CEMENT AND ATTAIN A MINIMUM COMPPE551VE STRENGTH OF 4000 P51 AT 28 DAYS. CONCRETE SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.4G AND SHALL BE AIR ENTRAINED G% (-t 1.5%). ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 3 18, 'THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", LATEST EDITION. 2. ALL REINFORCING STEEL SHALL CONFORM TO A5TM AG 15 VERTICAL BARS SHALL BE GRADE GO, AND TIES OR STIRRUPS SHALL BE A MINIMUM OF GRADE 40. THE PLACEMENT OF ALL REINFORCEMENT SHALL CONFORM TO ACI 3 15, "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES", LATEST EDITION. 3. CAISSON FOUNDATION INSTALLATION SHALL BE IN ACCORDANCE WITH ACI 33G, "STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF DRILLED PIERS" LATEST EDITION. 4. THE CONTRACTOR SHALL DETERMINE THE MEANS AND METHODS TO SUPPORT THE EXCAVATION DURING CONSTRUCTION. THE CONTRACTOR SHALL READ THE GEOTECHNICAL REPORT AND SHALL CONSULT THE GEOTECHNICAL ENGINEER AS NECESSARY PRIOR TO CONSTRUCTION. 5. FOUNDATION DESIGN 15 BASED ON GEOTECHNICAL REPORT BY: ENGINEER: TERRACON REPORT NO.: 35 1 25000 (DATED 5/31/2013) G. ESTIMATED CONCRETE VOLUME = 17 CUBIC YARDS. 7. THE FOUNDATION HAS BEEN DESIGNED TO RESIST THE FOLLOWING FACTORED LOADS: MOMENT: 2600 FT'KIP5 SHEAR: 27 KIPS AXIAL: 32 KIPS mranaz%ma ocean AR1�,G�AS Power Products, Inc. g 2427 Belly Lane PROFESSIONAL � Houston, Texas 77008 PH: 281-444-8277 / FX: 281-444-7270 POLC SHAFT 052- 2?LF;r��...313 T-0" LONG ANCHOR ROD 10"-1 2" PROJECTION W/ 3" GAP HEAVY HEX LOCK NUT AND (GROUT NOT REQ'D.) 6N -X38-6250- m -.pcq LEVELING NUT • 6" ABOVE GRADE - 2" CLEAR FIN ti MPE [p} ADD'L REINF TIES WITHIN THE TOP 5" OF CA1550N w w[ I G) #5 HOR. TIES m SPACED @ G" O/C w a z 0 w (ER TIES @ 12" O/C (I G) #I I VERTICAL REINF BAR5 EQUALLY SPACED CAISSON FOUNDATION Page 2 of 2 .1nb Number: 23513-0148 Eng. MPP Customer Ref: TP -1 147 1 Date: 9/3/2013 L - - Structure: 1 20 -FT MONOPOLE Site: PARKVIEW H5 Location: PULA5KI CO., AR / 34°43'5 1 ", -92'22'19" Owner: TOWER VENTURES Revision No..- PeVl51on Date: FOUNDATION NOTES: 1. ALL FOUNDATION CONCRETE SHALL USE TYPE II CEMENT AND ATTAIN A MINIMUM COMPPE551VE STRENGTH OF 4000 P51 AT 28 DAYS. CONCRETE SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.4G AND SHALL BE AIR ENTRAINED G% (-t 1.5%). ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 3 18, 'THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", LATEST EDITION. 2. ALL REINFORCING STEEL SHALL CONFORM TO A5TM AG 15 VERTICAL BARS SHALL BE GRADE GO, AND TIES OR STIRRUPS SHALL BE A MINIMUM OF GRADE 40. THE PLACEMENT OF ALL REINFORCEMENT SHALL CONFORM TO ACI 3 15, "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES", LATEST EDITION. 3. CAISSON FOUNDATION INSTALLATION SHALL BE IN ACCORDANCE WITH ACI 33G, "STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF DRILLED PIERS" LATEST EDITION. 4. THE CONTRACTOR SHALL DETERMINE THE MEANS AND METHODS TO SUPPORT THE EXCAVATION DURING CONSTRUCTION. THE CONTRACTOR SHALL READ THE GEOTECHNICAL REPORT AND SHALL CONSULT THE GEOTECHNICAL ENGINEER AS NECESSARY PRIOR TO CONSTRUCTION. 5. FOUNDATION DESIGN 15 BASED ON GEOTECHNICAL REPORT BY: ENGINEER: TERRACON REPORT NO.: 35 1 25000 (DATED 5/31/2013) G. ESTIMATED CONCRETE VOLUME = 17 CUBIC YARDS. 7. THE FOUNDATION HAS BEEN DESIGNED TO RESIST THE FOLLOWING FACTORED LOADS: MOMENT: 2600 FT'KIP5 SHEAR: 27 KIPS AXIAL: 32 KIPS A. AR1�,G�AS g REG(STrRED PROFESSIONAL � ER rap �r 052- 2?LF;r��...313 p f 1.313 Iv11'H=CIF Il.,ilh C• i -• ° 6N -X38-6250- m -.pcq tnxTower Job Jo Page, 1 of 6 Splice 120-ft Monopole - MFP #23513-148 r3 Top Michael F. Plahovinsak, P.E. Project Parkview High School Date 20:03:27 06/26/13 18301 State Route 161 W w/t Client Designed by Plain City, OH 43064 Phone: 614-398-6250 TAPP (TP -11471) Mike FIV: mik-e@mfpeng.com in' in Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Pulaski County, Arkansas. Basic wind speed of 90 mph. Structure Class ll. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. A non-linear (P -delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade w/t Length Length of Diameter Diameter Thickness Radians in' in t ft fit Sides ih in in in 1170.2512 Ll 120.00-74.00 46.00 4.25 18 20.0000 29.5400 0.1875 0.7500 A572-65 3805.3671 8.7359 4.8690 25.968 L2 29.6142 22.2447 2208.6169 9.9519 (65 ksi) L2 74.00-48.25 30.00 4.75 18 28.2836 34.5000 0.2500 1.0000 A572-65 17.5260 229.8176 8060.8667 13.5913 5.6320 22.528 L3 34.5247 32.4375 (65 ksi) L3 48.25-0.00 53.00 8771.6677 18 33.0157 44.0000 0.3125 1.2500 A572-65 10448.7893 15.5091 22.3520 467.4655 20911.3275 21.6704 7.1940 23.021 65 ksi) Tapered Pole Properties Section Tip Dia. area / r C UC J !t/O w w/t in in' in' in in in' in' in' in Ll 20.3085 11.7909 584.7409 7.0334 10.1600 57.5532 1170.2512 5.8966 3.1900 17.013 29.9957 17.4684 1901.4326 10.4201 15.0063 126.7088 3805.3671 8.7359 4.8690 25.968 L2 29.6142 22.2447 2208.6169 9.9519 14.3681 153.7171 4420.1400 11.1244 4.5379 18.152 35.0322 27.1774 4027.7834 12.1588 17.5260 229.8176 8060.8667 13.5913 5.6320 22.528 L3 34.5247 32.4375 4382.9502 11.6096 16.7720 261.3255 8771.6677 16.2218 5.2608 16.834 44.6788 43.3325 10448.7893 15.5091 22.3520 467.4655 20911.3275 21.6704 7.1940 23.021 tnxToweY Job 120 -ft Monopole - MFP #23513-148 r3 Page2 of 6 Michael E Plahovinsak, P.E. 18301 State Route 161 W Project Parkview High School Date 20:03:27 06/26/13 Client Designed by Plain City, OH 43064 Phone: 614-398-6250 FAX. mike@ti?fpeng.com TAPP (TP -11471) Mike Feed Line/Linear Appurtenances - Entered As Area Description Face Al/ow Component Placement Total 1/2" Ice CIA., Weight 0.05 or Shield Type 1.88 Number 12' Platform w/ Handrail C None Weight Description Face .L'. Offsets: azimuth ft 26.00 C1A,1 92 1" Ice 1 5/8" C No Inside Pole 120.00 - 0.00 12 No Ice 0.00 0.42 Leg Lateral 1/2" Ice 0.00 0.92 Vert 1" Ice 0.00 0.92 l 5/8" C No Inside Pole 110.00 - 0.00 12 No Ice 0.00 0.92 ft2 ft 2 I. 1/2" Ice 0.00 0.92 1" Ice 0.00 0.92 l 5/8" C No Inside Pole 100.00 - 0.00 12 No Ice 0.00 0.92 0.0000 120.00 No Ice 11.54 10.77 0.15 1/2" Ice 0.00 0.92 0.00 1/2" Ice 12.16 12.20 1" Ice 0.00 0.92 1 5/8" C No Inside Pole 90.00-0.00 12 No Ice 0.00 0.92 A From Face 3.00 0.0000 120.00 No Ice 1/2" Ice 0.00 0.92 w/ mount pipe 0.00 1" Ice 0.00 0.92 (4) Raycap DC6-48-60-18-8F C None 0.0000 120.00 No Ice 1.47 Discrete Tower Loads 0.03 Supressor 1/2" Ice 1.67 1.67 0.05 1" Ice 1.88 1.88 0.07 12' Platform w/ Handrail C None Weight Description Face Offset Offsets: azimuth Placement 26.00 C1A,1 Cidq 1" Ice or Type Harz .-adjustment Front Side Leg Lateral Vert ft o fl ft2 ft 2 I. f l (2) Ericsson AIR 21 A From Face 3.00 0.0000 120.00 No Ice 11.54 10.77 0.15 B4A/B12-135P w/ mount pipe 0.00 1/2" Ice 12.16 12.20 0.24 0.00 1" Ice 12.79 13.47 0.34 (2) Andrew SBNH-ID6565C A From Face 3.00 0.0000 120.00 No Ice 11.45 9.60 0.09 w/ mount pipe 0.00 1/2" Ice 12.06 11.02 0.17 0.00 1" Ice 12.69 12.29 0.27 (5) Ericsson RRUSI 1 Dual A From Face 3.00 0.0000 120.00 No Ice 255 0.92 0.05 PA RRU 0.00 1/2" Ice 2.77 1.07 0.06 0.00 1" Ice 2.99 1.23 0.08 (2) Ericsson AIR 21 B From Face 3.00 0.0000 120.00 No Ice 11.54 10.77 0.15 B4A/B12-135P w/ mount pipe 0.00 1/2" Ice 12.16 12.20 0.24 0.00 1" Ice 12.79 13.47 0.34 (2) Andrew SBNH-1D6565C B From Face 3.00 0.0000 120.00 No Ice 11.45 9.60 0.09 w/ mount pipe 0.00 1/2" Ice 12.06 11.02 0.17 0.00 1" Ice 12.69 12.29 0.27 (5) Ericsson RRUSI I Dual B From Face 3.00 0.0000 120.00 No Ice 2.55 0.92 0.05 PA RRU 0.00 1/2" Ice 2.77 1.07 0.06 0.00 1" Ice 2.99 1.23 0.08 (2) Ericsson AIR 21 C From Face 3.00 0.0000 120.00 No Ice 11.54 10.77 0.15 B4A/B12-B5P w/ mount pipe 0.00 1/2" Ice 12.16 12.20 0.24 0.00 1" Ice 12.79 13.47 0.34 (2) Andrew SBNH-ID6565C C From Face 3.00 0.0000 120.00 No Ice 11.45 9.60 0.09 w/ mount pipe 0.00 1/2" Ice 12.06 11.02 0.17 0.00 1" Ice 12.69 12.29 0.27 (5) Ericsson RRUS 11 Dual C From Face 3.00 0.0000 120.00 No Ice 2.55 0.92 0.05 PA RRU 0.00 1/2" Ice 2.77 1.07 0.06 0.00 1" Ice 2.99 1.23 0.08 (4) Raycap DC6-48-60-18-8F C None 0.0000 120.00 No Ice 1.47 1.47 0.03 Supressor 1/2" Ice 1.67 1.67 0.05 1" Ice 1.88 1.88 0.07 12' Platform w/ Handrail C None 0.0000 120.00 No Ice 24.00 24.00 1.80 1/2" Ice 26.00 26.00 2.60 1" Ice 28.00 28.00 3.40 9 IF tnxToweP Job 120 -ft Monopole - MFP #23513-148 r3 Page3 of 6 Project Parkview High School Date 20:03:27 06/26/13 Michael F. Plahovinsak, P.E. 18301 State Rowe 161 W Client Designed by Plain City, OH43064 Phone: 614-398-6250 TAPP (TP -11471) Mike FAX.- mike mfpeng.com 3.00 0.0000 Description Face or Leg Offset Type Offsets: Horz Lateral Vert f ft t A_imuth Adjustment .a Placement ft CIA.i Front fl' C,A.i Side ft' Weight K (4) Cetlmax A From Face 3.00 0.0000 110.00 No Ice 6.67 6.37 0.06 CMA-13/652I/EO-6 w/ mount 0.00 1/2" Ice 7.22 7.61 0.11 pipe 0.00 1" Ice 7.76 8.58 0.18 (4) Cellmax B From Face 3.00 0.0000 110.00 No Ice 6.67 6.37 0.06 CMA-B/6521/EO-6 w/ mount 0.00 1/2" Ice 7.22 7.61 0.11 pipe 0.00 1" Ice 7.76 8.58 0.18 (4) Cellmax C From Face 3.00 0.0000 110.00 No Ice 6.67 6.37 0.06 CMA -B/652 I /EO -6 w/ mount 0.00 1/2" Ice 7.22 7.61 0.11 pipe 0.00 i" Ice 7.76 8.58 0.18 12' Low Profile Platform C None 0.0000 110.00 No Ice 10.40 10.40 0.91 (MT -196) 1/2" Ice 10.70 10.70 1.20 1" Ice 11.00 11.00 1.47 **a (4) 96" x 12" x 3" Panel w/ A From Face 3.00 0.0000 100.00 No Ice 11.47 5.90 0.09 mount pipe 0.00 1/2" Ice 12.08 7.65 0.16 0.00 l" Ice 12.71 9.01 0.24 (4) 96" x 12" x 3" Panel w/ B From Face 3.00 0.0000 100.00 No Ice 11.47 5.90 0.09 mount pipe 0.00 1/2" Ice 12.08 7.65 0.16 0.00 1" Ice 12.71 9.01 0.24 (4) 96" x 12" x 3" Panel w/ C From Face 3.00 0.0000 100.00 No Ice 11.47 5.90 0.09 mount pipe 0.00 1/2" Ice 12.08 7.65 0.16 0.00 1" Ice 12.71 9.01 0.24 12' Low Profile Platform C None 0.0000 100.00 No Ice 10.40 10.40 0.91 (MT -196) 1/2" Ice 10.70 10.70 1.20 1" Ice 11.00 11.00 1.47 (4) 96" x 12" x 3" Panel w/ A From Face 3.00 0.0000 90.00 No Ice 11.47 5.90 0.09 mount pipe 0.00 1/2" Ice 12.08 7.65 0.16 0.00 1" Ice 12.71 9.01 0.24 (4) 96" x 12" x 3" Panel w/ B From Face 3.00 0.0000 90.00 No Ice 11.47 5.90 0.09 mount pipe 0.00 1/2" Ice 12.08 7.65 0.16 0.00 1" Ice 12.71 9.01 0.24 (4) 96" x 12" x 3" Panel w/ C From Face 3.00 0.0000 90.00 No Ice 11.47 5.90 0.09 mount pipe 0.00 1/2" Ice 12.08 7.65 0.16 0.00 1" Ice 12.71 9.01 0.24 12' Low Profile Platform C None 0.0000 90.00 No Ice 10.40 10.40 0.91 (MT -196) 1/2" Ice 10.70 10.70 1.20 1" Ice 11.00 11.00 1.47 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 90 deg - No Ice 5 0.9 Dead+l.6 Wind 90 deg - No Ice 6 1.2 Dead+1.6 Wind 180 deg - No Ice 7 0.9 Dead+1.6 Wind 180 deg - No Ice 8 1.2 Dead+1.0 Ice+1.0 Temp 9 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+l.0 Temp 10 1.2 Dead+l.0 Wind 90 deg+1.0 Ice+1.0 Temp 11 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 12 Dead+Wind 0 deg - Service s tnxTower Job Jo120-ft Monopole - MFP #23513-148 r3 Page4 of 6 Michael F. Plahovinsak, P.E. 18301 State Route 161 W Project Parkview High School Date 20:03:27 06/26/13 Client Designed by Plain City, OH43064 Phone: 614-398-6250 TAPP (TP -11471) Mike F.4.1": milce@mfpeng.com ft Moment Comb. Description No. 13 Dead+Wind 90 deg - Service 14 Dead+Wind 180 de - Service Maximum Member Forces Section Elevation Component Condition Gov. .4xial Major Axis Vfinor,4xis No. ft Type Load ft Moment Moment o° in L1 120-74 Comb. K "P -ft "P-ftk ip-ft L1 120-74 Pole Max Tension 1 0.00 0.00 0.00 5.350 13 0.9469 Max. Compression 8 -47.87 0.00 0.00 0.0000 10382 Max. Mx 4 -13.32 -632.71 0.00 100.00 (4) 96" x 12" x 3" Panel w/ mount Max. My 6 -13.32 0.00 -632.71 pipe Max. Vy 4 22.43 -632.71 0.00 (4) 96" x 12" x 3" Panel w/ mount 13 15.914 Max. Vx 6 22.43 0.00 -632.71 L2 74-48.25 Pole Max Tension l 0.00 0.00 0.00 Max. Compression 8 -54.51 0.00 0.00 Max. Ms 4 -18.10 -1218.00 0.00 Max. My 6 -18.10 0.00 -1218.00 Max. Vy 4 23.90 -1218.00 0.00 Max. Vx 6 23.90 0.00 -1218.00 L3 48.25-0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -71.65 0.00 0.00 Max. Mx 4 -31.17 -2556.47 0.00 Max. My 6 -31.17 0.00 -2556.47 Max. Vy 4 26.35 -2556.47 0.00 Max. Vx 6 26.35 0.00 -2556.47 Maximum Tower Deflections - Service Wind Section Elevation Hora. Gov, Tilt Twist No. Deflection Load ft in Comb. o° in L1 120-74 _ 28.023 13 2.0534 0.0000 1-2 78.25 - 48.25 11.850 13 1.4673 0.0000 L3 53-0 5.350 13 0.9469 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation _-lppurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fi Comb. in ° ° t 120.00 (2) Ericsson AIR 21 B4AIB 12-135P 13 28.023 2.0534 0.0000 20766 w/ mount pipe 110.00 (4) Cellmax CMA-B/6521/EO-6 w/ 13 23.833 1.9343 0.0000 10382 mount pipe 100.00 (4) 96" x 12" x 3" Panel w/ mount 13 19.758 1.8073 0.0000 5190 pipe 90.00 (4) 96" x 12" x 3" Panel w/ mount 13 15.914 1.6649 0.0000 3460 ie tnxTower Job Jo120-ft Monopole - MFP #23513-148 r3 Page5 of 6 Michael F. Plahovinsak, P.E. 18301 State Route 161 W Project Parkview High School Date 20:03:27 06/26/13 Client Designed by Plain City, OH 43064 Phone: 614-398-6250 TAPP (TP -11471) Mike FIV. mik-e@mfpeng.com Twist in Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No, Critical Deflections and Radius of Curvature - Design Deflection Load .4ppurtenance Gov. Deflection Load Tilt Twist in Comb. (2) Ericsson AIR 21 B4A/B12-B5P Comb. in 6 113.366 Ll 120-74 113.366 6 8.3238 0.0000 L2 78.25 - 48.25 47.986 2 5.9476 0.0000 L3 53-0 21.669 2 3.8375 0.0000 Section Elevation Sire L L. KI1r .4 Critical Deflections and Radius of Curvature - Design Wind Elevation .4ppurtenance Gov. Deflection Load Tilt Twist Radius of Curvature P 120.00 (2) Ericsson AIR 21 B4A/B12-B5P Comb. in 6 113.366 8.3238 ° 0.0000 d 5302 110.00 w/ mount pipe (4) Cellmax CMA-B/6521/EO-6 w/ 2 96.429 7.8409 0.0000 2649 100.00 mount pipe (4) 96" z 12" x 3" Panel w/ mount 2 79.959 7.3264 0.0000 1322 90.00 pipe (4) 96" x 12" x 3" Panel w/ mount 2 64.421 6.7491 0.0000 878 0.012 _pipe 74 - 48.25 (2) TP34.5x28.2836x0.25 30.00 0.00 0.0 26.3964 Pole Design Data 0.010 TP4403.01570.3125 2556.47 2605.80 4.8.2(1.00 CR) -2 2605.80 0.000 Section Elevation Sire L L. KI1r .4 P„ �P„ Ratio No.P� Section Elevation Size :1I. �'Vf- Ratio 11", �,bl „ Ratio ,bio f jt ft in' E h P" Ll 120-74(l) TP29.54x20x0.1875 46.00 0.00 0.0 16.9439 -13.32 1095.38 0.012 L2 74 - 48.25 (2) TP34.5x28.2836x0.25 30.00 0.00 0.0 26.3964 -18.10 1798.83 0.010 TP4403.01570.3125 2556.47 2605.80 4.8.2(1.00 CR) -2 2605.80 0.000 Pole Shear Design Data L3 48.25-0(3) TP44x33.0157x0.3125 53.00 0.00 0.0 43.3325 -31.17 2898.59 0.011 Pole Bending Design Data Section Elevation Size :1I. �'Vf- Ratio 11", �,bl „ Ratio ,bio it1 a ,II rv. ft kiP-ft kipft .1�,� kip ft lapft u Ll 120-74(l) TP29.54x200.1875 632.71 642.11 0.985 0.00 642.11 0.000 L2 74 - 48.25 (2) TP34.5x28.2836xO.25 1218.00 1230.92 0.990 0.00 1230.92 0.000 L3 48.25-0(3) TP4403.01570.3125 2556.47 2605.80 0.981 0.00 2605.80 0.000 Pole Shear Design Data Section Elevation Size .4ctual Ratio .4ctual �T Ratio No. v, V„ T T, f K E � V"kip ft kip ft �T' Ll 120-74(l) TP29.54x20xO.1875 22.43 542.70 0.041 0.00 1285.79 0.000 L2 74 - 48.25 (2) TP34.5x28.2836x0.25 23.90 895.24 0.027 0.00 2464.84 0.000 L3 48.25 -0(3) TP44x33.0157xO.3125 26.35 1449.29 0.018 0.00 5217.97 0.000 tnxTower Job Jo Page6 of 6 Ratio 120-ft Monopole - MFP #23513-148 r3 Ratio Michael F. Plahovinsak, P.E. Project Parkview High School Date 20:03:27 06/26/13 18301 State Route 161 w No. Client Designed by Plain City, OH 43064 Phone: 614-398-62.10 TAPP (TP -11471) Mike FAX: mike@mfpeng.com Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. .-Allow. Criteria No. P„ M,« 11 , V. T„ Stress Stress ft OP. --70-T Ratio Ratio L1 120-74(l) 0.012 0.985 0.000 0.041 0.000 0.999 1.000 4.8.2 L2 74 - 48.25 (2) 0.010 0.990 0.000 0.027 0.000 1.•000 1.000 4.8.2 L3 48.25-0(3) 0.011 0.981 0.000 0.018 0.000 0.992 1.000 4.8.2 V Section Capacity Table Section Elevation Component Sire Critical P oPallo,v % Pass No ft Type Element K E Capacity Fail Ll 120-74 Pole TP29.54s20z0.1875 1 -13.32 1095.38 99.9 Pass L2 74-48.25 Pole TP34.5x28.2836A.25 2 -18.10 1798.83 100.0 OK L3 48.25-0 Pole TP4403.0157A.3125 3 -31.17 2898.59 99.2 Pass Summary Pole (L2) 100.0 OK RATING = 100.0 OK Michael E Plahovinsak, P.E. Job 120 -ft monopole - MFP #23513-0148 Page BP -G 18301 State Route 161 W P„ = 241 kips Tension Force Plain City, OH 43064 Phone: 614-398-6150 Project Parkview HS Date 9/3/2013 Client Designed by email: mike@mfpeng.com TAPP (TP -11471) Mike Anchor Rod and Base Plate Calculation ANSI/TIA-222-G-2 Factored Base Reactions: Pole Shape: Moment: 2556 ft -kips 18 -Sided Shear: 26 kips Pole Dia. (Df).' Axial: 31 kips 44.00 in Anchor Rod Calculation According to TIA-222-G section 4.9.9 0 = 0.80 TIA 4.9.9 Ibolts _ 2 3251.25 in b[ometoflnertia P„ = 241 kips Tension Force V„ = 3 kips Shear Force R„ t = 325,00 kips Nominal Tensile Strength T1 = 0.50 for detail q pe (d) Base Plate Calculation According to TIA-222-G 0 = 0.90 TIA 4.7 MPL = 578.7 in -kip Plate Moment L = 13.8 in Section Length Z = 13.8 Plastic Section modulus MP = 829.4 in -kip Plastic moment M,,= 746.4 in -kip Factored Resistance Anchor Rods: Base Plate: (10) 2.25 in. A615 GR. 75 2 in. x 57 in. Round Anchor Rods Evenly Spaced fy = 60 ksi On a 51 in Bolt Circle The following /nteration Equation Shall Be Satisfied: Pa + _I _qc 1.0 0.945 1 Calculated dloment vs Factored Resistance 578.70 in -kip 746 in -kip Anchor Rods Are Adequate 94.5% D Base Plate is Adequate 77.5% D Job Page Michael F. Plahovinsak, P.E. 120 -ft monopole - MFP #23513-0148 FND 18301 State Route 161 W Project Date Plain City, OH43064 Parkview HS 9/3/2013 Phone: 614-398-6250 client Designed by email: mike@mfpeng.com TAPP TP -11471 Mike Caisson Calculation _ According to ANSI/TIA-222-G-2 I, Foundation overturning resistance calculated with PLS Caisson, for Brom's method for rigid piles. Soil layers modeled after recommendations from the geotechnical report 2. Cohesion strength for the upper 18 ft has been reduced by 50% 3. In lieu of a soil resistance factor fs = 0.75 (TIA-9.4.1) an additional safe)' fator against soil failure of 1.33 has been applied. 4. Foundation is designed with a minimum safety factor resisting overturning of 2.0 5. Foundation has been designed with factored loads per TIA-222-G. 6. Geotechnical report indicates groundwater was not encountered within the depth ofthe boring. ••• PIER PROPERTIES CONCRETE STRENGTH (ksi)= 4.00 STEEL STRENGTH (ksi)=60.00 DIAMETER (R) = 6000 DISTANCE FROM TOP OF PIERTO GROUND LEVEL (ft) = 0.50 ••• SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PM 0`0 (R) (Pel) (psf) (degrees) I S 4.00 0.00 0.0 1.000 -0.00 2 C 14,00 4.00 130.0 2500.0 3 C 20.00 18.00 130,0 5000.0 -DESIGN (FACTORED) LOADS AT TOP OF PIER NIONIENT (ft -k) = 2600.0 VERTICAL (k) = 32,0 SHEAR (k) = 27.0 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE- 1,33 ••• CALCULATED PIER LENGTH (ft) = 16-000 ••• CHECK OF SOILS PROPERTIES AND ULTIALATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARAI (n) (ft) (Pel) (W) (k) 0`0 S 0.50 4.00 0.0 1-000 0,00 3.17 C 4.50 5.90 130.0 2500.0 708.00 7.45 C 10.40 5.60 130.0 2500.0 -672.00 13.20 ••• SHE4RAND 6f061ENTS ALONG PIER WITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR DISTANCE BELOW TOP OF PIER (ft) SHEAR(k) 61061EDTT(ft-k) SHEAR(k) AIONIENT(R-k) 0.00 36.0 3593.8 27.0 2696.9 1.60 36.0 3633.4 27.0 2740,1 3.20 36.0 3711.0 27.0 2783,3 4.80 -0.0 3763.2 -0.0 2822,5 6,40 -192,0 3609.6 -144,0 2707.3 8.00 -384.0 3148 8 -288.0 2361.7 9.60 -576.0 2380-8 -432,0 1785.6 11.20 -576.0 1382.4 -432.0 1036.8 1280 -3810 614.4 -288,0 460.8 1440 -192.0 153.6 -144.0 115.2 16.00 0.0 0.0 0.0 0.0 ••' TOTAL REINFORCEMENT PCT = 0.54 REINFORCEMENT AREA (i,V2) = 21.99 ••• USABLE.AXIAL CAP, (k)-32.0 USABLE AIOMENT CAP. (0-k) = 2897.8 Minimum Steel Per ACI -318 t3,lt In' 641 Diameter caisson s 16 -ft long (15.5 -ft Embeded with 0.5 -ft above grade) W/(16) 411 Vertical Rebar. Concrete strength =4000 PSI @ 28 days. Estimated Concrete Volume = 17 cubic yards. City of Little Rock Planning and Development Filing Fees Date t I 11r , 20 - Annexation $ Board of Adjustment Cond Use Permit/T U P Wcr— $_ Final Plat Planned Unit Dev Preliminaiy Plat F Special Use Permit Rezoning Site Plans Sheet Name Change Street Name Signs Number -at -ea Public Hearing Signs Number at ea Total File No Location Applicant -/-e e F f i By 04-e,L4 /d q